Geotech_Memo.pdf

Form FHWA-201 (Rev. 11-67)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

Use this form in lieu of transmittal slips within Dept. of Trans. When message comment is to be retained as file material. Do not prepare carbons. Not to be used in lieu of Form FHWA- 121 for informal correspondence. 06-12 MEMORANDUM: ERFO DEWA 14(15) cc: TS Reading, Highway (R.K. and S.N.), All w/ attachment

SUBJECT: Project ERFO DEWA 14(15) – Preliminary Geotechnical Recommendations for Landslide Repair

TO MESSAGE/COMMENT FROM/DATE

S. Nawaz Highway Design Manager

Through:

R. Kotadia Project Manager

A. Teikari Supervisor Highway Engineer

This Geotechnical Memorandum summarizes the results of our subsurface exploration, laboratory testing, and design analyses and presents our geotechnical evaluations and recommendations for the slide repair on U.S.

Route 209 at Milepost 15.3.

The project site is located in Delaware Water Gap, National Recreation Area in Pike County, Pennsylvania. The general location of the landslide is shown on Figure 1, Attachment 1.

GENERAL PROJECT INFORMATION

Background and Project Description

A major landslide at MP 15.3 of U.S. Rte. 209 in Delaware Water Gap was reported by the Park on October 31, 2011. It caused drop and separation in sections of pavement on the centerline and both northbound and southbound lanes. The event occurred after Hurricanes Irene and Lee that hit the area in September 2011 and caused major flooding. The damage also included McDade hike/Bike Trail, which is located in close proximity to Rte. 209. A drainage culvert in the vicinity of the slide area also was destroyed.

This section of Rte. 209 is currently supported by a retaining wall consisting of soldier piles and lagging. The presence of such a wall is indicative that the area is prone to landslides. Our review of the available information indicated that landslides were reported in the area as far back as 1985.

The project includes slide repair through the installation of deep concrete drilled piers for the prevention of future slope instability, re-alignment of the bike trail to run alongside Rte 209, and the installation of a new retaining wall to support Rte. 209 and the bike trail. Restoration of the site drainage features including reconstruction of the damaged culvert also will be required. Site drainage in the slide area should consist of ditches on west side of the road, which are lined with an impervious material to prevent runoff infiltration into the slope. Lined ditches also should be constructed on the east side of the roadway in the slide area to prevent runoff from the pavement flowing over the slope.

M.

Abouzakhm, PE Division Geotechnical

S. Whittemore Technical Services

2/03/2012

Site Geology

A previous geotechnical study (Soils and Foundations Report No. 4-92) indicated that the slide is underlain by Kame Terrace Deposits. These deposits were formed from the silts and sediments which accumulated on the glacier and then settled while the glacial ice slowly melted. These deposits consist mainly of fine silts and sands 3 ft to 15 ft thick, overlying sands and coarse bedded gravels, with occasional lenses of silts and clays. Some Kame deposits in this area have a thickness ranging from 130 ft to 150 ft.

PROCEDURES AND RESULTS

General

A subsurface exploration program was conducted from November 9th through 18th, 2011 by the Eastern Federal Land Highway Division (EFLHD) Subsurface Exploration Team. A total of six (6) soil borings (Borings B-1 through B-6) were drilled along the road and in the vicinity of the existing landslide. Shallow auger refusal was encountered in B-5 and the drilling crew abandoned the boring after offsetting the location twice. Borings B-1, B-2, and B-4 extended to a depth of 92 ft. Boring B-3 extended to a depth of 87 ft and auger refusal was encountered at a depth of 27 ft Boring B-6. All depths are below existing site grades.

Five (5) additional pavement cores (C-1 through C-6) were performed during the field work. The purpose of these cores was to evaluate the pavement thickness across the slide area. It should be noted that pavement core C-1 was drilled in the location of Boring B-1.

The soil borings were laid out by EFLHD field personnel by referencing ground-surface topography, measuring distances from existing surface features, and estimating right-angles. Ground surface elevations at the boring locations were determined from the topography plans provided by the Survey Division.

The boreholes were backfilled with auger cuttings and soil upon completion.

The approximate location of the soil borings is shown on Figure 2 “Borings Location Map”, Attachment 1.

Sampling

The borings were drilled with a CME 750 ATV-mounted rotary drill rig. The boreholes were advanced using 3¾ –in (inside diameter) hollow stem augers

(HSA).

Soil samples were obtained using 2¼- in (outside diameter) split-barrel (split-spoon) sampler driven during Standard Penetration Tests (SPT) in general accordance with AASHTO T206. Soil samples were typically recovered at 2.5 ft and 5.0 ft intervals by driving the split-spoon sampler a distance of 24 inches into the undisturbed soil under the impact of a 140 lb. automatic hammer free-falling 30 inches. The total number of blows recorded for the middle twelve inches of the 24-inch sample range is designated as the “Standard Penetration

Resistance” or N-value.

The number of blows required to advance the sampler through each 6-in.

Interval was recorded on the field boring logs. Upon completion of the SPT’s, the sampler was removed from the ground and sample recovery measurements were made and recorded for each sampling event. A field description by color, texture, and moisture was made for each recovered sample. Representative portions of split-spoon samples were preserved in glass jars for laboratory testing. The SPT N-values were recorded on the boring logs.

After examination by the drilling personnel, all information was logged. Soil samples collected in the field were delivered to EFLHD Materials Testing facility in Sevierville, TN for laboratory testing and storage. The sampling sequence and associated samples for the boring is presented in Attachment No.

3.

Data Summary

The results of field tests and measurements were recorded on the driller’s logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods, samples attempted and recovered, indications of the presence of various materials such as gravel, pebbles, organic matter, and observations of groundwater. They also contain interpretations by the exploration foreman of the subsurface conditions based on the performance of the equipment and cuttings brought to the surface by the drilling tools.

Therefore, the field data represents both factual and interpretative information.

The boring logs in Attachment No. 3 represent compilation of field and laboratory data and description of the soil samples by a geotechnical engineer.

These records, occasionally, may not include all data recorded on driller’s logs and field data sheets, but do include all information considered relevant to the design and preparation of this report.

Groundwater level readings were made in the boreholes at the times and under the conditions stated on the boring logs. Fluctuations in groundwater levels due to seasonal variations, rainfall, temperature, and other factors not evident at the time measurements were made should be expected.

Laboratory Testing

A laboratory-testing program was conducted on representative soil samples recovered during the subsurface exploration to evaluate the engineering parameters required for the geotechnical analyses. The laboratory tests included, natural moisture content (AASHTO T-265), Atterberg limits (AASHTO T-89/90), particle size analysis (AASHTO T-88), and soil classification (AASHTO M-145). The results of the laboratory testing program are presented in Attachment No.3 and are summarized in Table 1.

Table 1 – Summary of Soil Laboratory Testing Results

NP: Non Plastic

Findings

Description of the subsurface conditions encountered during our subsurface exploration is provided below. The stratification lines designating the interfaces between soil types in the boring logs in Attachment No. 2 represent approximate boundaries. In the field, the transition between materials may be gradual or may not exist. It should be noted that one or more of the units may be absent at specific locations.

The subsurface profile encountered in the borings can be summarized as follows:

Pavement – Pavement thicknesses encountered in the soil borings ranged from

0.6 ft in Boring C-5 to 2.4 ft in Boring B-3.

Fill (Silty Sand, Gravelly Sand, and Sandy Clay) - Materials identified as man-placed fill, probably associated with the existing embankment, were encountered in the soil borings. The fill layer extended to depths of 5 ft below existing site grades in Boring B-1, B-3, and B-6 to 7 ft below existing site grades in Boring B-2. SPT N-values for the fill materials ranged from 7 blows per foot (bpf) in Boring B-2 to 24 bpf in Boring B-1. It should be noted that

Boring

No.

Sample Depth

(ft)

AASHTO

Classification

USCS

Classification

MC

LL

PL

PI

B-1/J-10 35-37 A-1-b

Silty SAND

(SM)

14.5 NP NP NP

B-2/J-10

35-37 A-4(0) Sandy SILT

(ML) 17.0 NP NP NP

B-2/J-15

60-62 A-4(0) Silty SAND

(SM) 14.3 NP NP NP

B-3/J-4

10-12 A-1-b

Silty

GRAVEL

with Sand

(GM)

12.2 NP NP NP

B-3/J-11

40-42 A-4(0) SILT with

Sand (ML) 17.6 NP NP NP

B-4/J-12

45-47 A-4(0) Sandy SILT

(ML) 21.1 NP NP NP

B-6/J-1

3-5 A-4(2) Sandy Lean

CLAY (CL) 18.4 20 29 9

cobbles and boulders were encountered in the top 5 ft in Boring B-4 and no split spoon sampling was performed within this layer.

Natural Deposits (Silt, Sandy Silt, Silty Sand, Sand, Sandy Gravel, and Gravel)

– Natural deposits were encountered underneath the fill layer and extended to the termination depths of the soil borings. N-values for these deposits ranged between 7 and 48 bpf.

Since cobbles and boulders were encountered in Boring B-4 and auger refusal was encountered in Boring B-5, it is possible that cobbles, boulders, and auger refusal can be encountered at different locations and depths throughout the site.

The contractor should be aware that auger refusal was encountered at varying depths and locations at the site during our drilling operations and should be anticipated in the project site.

Groundwater – The highest groundwater was encountered at a depth of 32 ft below existing site grades in Boring B-1.

Fluctuations in groundwater levels due to seasonal variations, rainfall, site topography, temperature, and other factors not evident at the time measurements were made should be expected.

DESIGN ANALYSIS

Options considered for the site included the installation of drilled piers to stabilize the existing slope along with the construction of a new H-pile retaining wall to support the failed road section and installing soil nails to stabilize the bike trail. Another option considered was the re-alignment of the bike trail to run alongside Rte. 209, the installation of drilled piers to stabilize the existing slope along with and the construction of a new H-pile retaining wall to support the road and trail. The latter option was selected and was considered in this study.

Geotechnical Analysis

A slope stability analysis was performed using the computer program SLOPE W (2005).

Design analyses were performed based on data obtained from our subsurface exploration program and laboratory test results, where available. The soil properties presented in Table 2 below were developed based on empirical correlations between available laboratory test results and SPT N-values. Design analyses were performed using a generalized subsurface profile and using the material properties below and the subsurface profiles as presented in Attachment 2.

Table 2 – Soil Parameters

Material Type Unit Weight, γ

(pcf)

Friction Angle, Φ

(deg.)

Cohesion, c (psf)

Medium dense Silty Sand 125 23 0

Medium dense to dense Silty Sand 125 25 0

Our analysis yielded a minimum factor of safety for global stability of 1.385.

Computer outputs are included in Attachment No. 5.

H-piles and soils anchors analyses were performed using Shoring Suite (V8) and the computer outputs are also included in Attachment No. 5.

RECOMMENDATIONS

Soil Anchors

Minimum bonded length:50 ft Minimum unbounded length: 20 ft Reinforcement Direction: 15 degree from horizontal Anchor Design Load (DL): 60 kips Lock off Load: 1.0 DL

We recommend that all anchors should be proof-tested to 1.33 DL and the minimum of six (6) anchors be performance tested to 2.0 DL. Anchors, plates, and bolts should be corrosion protected.

Drilled Piers and H-Piles

Pier Diameters: 2 ft Pile Size: HP 14x89 Pile E: 29,000 ksi I: 904 in4 /pile Pile Lengths: 60 ft (minimum) Pier and Pile Spacing: 5 ft center to center

CONSTRUCTION CONSIDERATIONS

Excavations – All excavations are to be performed in accordance with applicable OSHA, Federal, State, and Local regulations and with Section 204 of the FP-03 Specifications.

Ground and Surface Water Management: Control of storm or seepage water flowing into open excavations and through soil strata will be necessary in order to maintain dry conditions during construction. The contractor should control the flow of surface and seepage water into excavations at all times. Storm water collection and control during construction may be performed using collection trenches and sumps, if accumulation does occur.

Backfill Material: The portion of the on-site excavated material that meets the select granular backfill requirement in accordance with Section 704.10 of the FP-03 and the SCR can be used as backfill material. Backfill material should be placed and compacted in accordance with Section 204, and the specified maximum dry density should be achieved within a water content of ±2%.

Auger Refusal: Cobble, boulders, and auger refusal were encountered during our drilling operations and should be anticipated. The contractor should be aware of such subsurface conditions in his bidding process.

DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and test described in the section Procedures and Results have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these exploration and test represent conditions at the specific locations indicated. Subsurface conditions between these locations may vary. The Analysis and Conclusions sections and the Recommendations section of this report include interpretations and recommendations developed by the Government in the process of preparing the design. These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

Enclosures:

Attachment No. 1 – Figures Attachment No. 2 – Borings Location Map and Soil Profile Attachment No. 3 – Boring Logs Attachment No. 4 – Laboratory Test Results Attachment No. 5 – Computer Output

Attachment No. 1 – Figures

PROJECT LOCATION MAP

DELAWARE WATER GAP

SLIDE AT MP15.3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA NE

TOTAL

SHEETS

SHEET

NO. PROJECTSTATEREG

ERFO DEWA 14(15)PA 1

Attachment No. 2 – Borings Location Map and Soil Profile

NE

TOTAL

SHEETS

SHEET

NO. PROJECTSTATEREG

ERFO DEWA 14(15)PA 22

BORINGS LOCATION MAP

DELAWARE WATER GAP

SLIDE AT MP15.3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

Attachment No. 3 – Boring Logs

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

Asphalt Concrete (AC) Pavement Portland Cement Concerete (PCC) Pavement

Medium dense, brown, SILTY SAND , little to some gravel (Dry to moist) -Possible FILL-

Loose, brown, coarse SAND , little silt and gravel (Moist)

Dense, gray , GRAVEL , some brown coarse sand , little silt (Moist)

Medium dense, brown, fine to coarse SAND , little silt and gravel (Moist)

Loose to medium dense, brown, SILTY SAND , little gravel (Moist)

Medium dense, brown, SAND , little silt and gravel (Moist)

0.8

1.6

5.0

8.0

10.0

13.0

25.0

30.0

1.0

1.3

0.7

1.2

1.1

1.1

0.8

0.8

9-14-10-7

3-5-4-3

4-16-17-9

4-8-6-5

3-2-7-9

5-7-5-5

3-4-4-3

4-6-6-4

(Blows / ft)

32.0 ft

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

450.0 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/12/11

HSA

11/14/11 M. Rosa

R. Kingsley Sunny (40's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-1

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 105+23.7

Sheet: 1 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Ground water measured at the end of drilling.

Boring was backfilled with auger cuttings.

Boring B-1 was drilled in the same location as Boring C-1.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

449.3

448.5

445.0

442.0

440.0

437.0

425.0

420.0

J-9

J-10

J-11

J-12

J-13

J-14

Medium dense, brown, SILTY SAND , some gravel (Wet)

Dense, brown, coarse SAND , little silt, clay and gravel (Wet)

Medium dense, gray and black , GRAVEL , some sand and clay (Wet)

Medium dense, gray , GRAVEL , little sand (Wet)

Medium dense, brown and black, fine to coarse SAND , little silt (Wet)

- Brown silt at 51.4'

Medium dense to dense, brown , fine to coarse SAND , little silt (Moist)

35.0

40.0

45.0

50.0

55.0

0.8

2.0

0.8

0.4

2.0

1.4

6-8-9-16

7-10-22-22

4-6-12-11

3-5-12-12

3-7-8-10

4-12-16-21

(Blows / ft)

32.0 ft

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

450.0 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/12/11

HSA

11/14/11 M. Rosa

R. Kingsley Sunny (40's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-1

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 105+23.7

Sheet: 2 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Ground water measured at the end of drilling.

Boring was backfilled with auger cuttings.

Boring B-1 was drilled in the same location as Boring C-1.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

415.0

410.0

405.0

400.0

395.0

J-15

J-16

J-17

J-18

J-19

J-20

Medium dense to dense, brown , fine to coarse SAND , little silt (Moist) (Continued)

Dense , brown and gray , SAND , little silt (Moist)

Dense, brown, SILTY SAND (Moist) -Clay seam at 76' -Silt seam at 76.4'

Medium dense to dense, brown, fine SAND , little silt (Moist)

65.0

70.0

80.0

1.2

1.2

1.3

1.4

1.6

1.6

9-15-16-22

10-15-21-26

9-15-18-21

12-19-21-34

12-20-25-33

12-16-22-18

(Blows / ft)

32.0 ft

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

450.0 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/12/11

HSA

11/14/11 M. Rosa

R. Kingsley Sunny (40's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-1

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 105+23.7

Sheet: 3 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Ground water measured at the end of drilling.

Boring was backfilled with auger cuttings.

Boring B-1 was drilled in the same location as Boring C-1.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

385.0

380.0

370.0

J-21

Borehole terminated @ 92 ft 92.0

2.0 2-7-12-21

(Blows / ft)

32.0 ft

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

450.0 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/12/11

HSA

11/14/11 M. Rosa

R. Kingsley Sunny (40's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-1

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 105+23.7

Sheet: 4 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Ground water measured at the end of drilling.

Boring was backfilled with auger cuttings.

Boring B-1 was drilled in the same location as Boring C-1.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

358.0

J-3

J-4

J-5

J-6

J-7

J-8

Asphalt Concrete (AC) Pavement

Portland Cement Concerete (PCC) Pavement Loose , brown, GRAVELY SAND , little silt (Moist) -Possible FILL-

Loose, brown, SAND , little silt and gravel (Moist)

Loose, brown, SAND , little silt (Moist)

Loose to medium dense, brown, SAND , little silt , little to some gravel (Dry to moist)

0.9 1.6

7.0

15.0

18.0

0.3

0.6

0.9

1.4

1.5

1.2

1.2

1.3

2-4-3-9

4-4-7-8

3-3-4-3

4-4-4-5

5-8-7-8

7-9-9-6

7-10-11-9

6-11-11-11

(Blows / ft)

84.1 ft

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

448.4 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/11/11

HSA

11/11/11 M. Rosa

R. Kingsley Sunny (30's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-2

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 106+59.8

Sheet: 1 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Ground water measured at the end of drilling and after 17 hrs.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

447.6 446.9

441.4

433.4

430.4

J-11

J-12

J-13

J-14

Loose to medium dense, brown, SAND , little silt , little to some gravel (Dry to moist) (Continued)

Medium dense, brown, SANDY SILT , [A-4(0)] (Moist) Silty clay seam at (35.0' and 35.2')

Medium dense, brown, SILT , little sand (Wet)

Medium dense, brown, SAND , little silt (Moist)

35.0

45.0

50.0

60.0

1.3

1.5

1.4

1.4

1.7

1.6

10-17-15-20

7-7-10-10

6-7-8-13

6-6-10-10

7-9-12-10

7-10-12-17

(Blows / ft)

84.1 ft

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

448.4 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/11/11

HSA

11/11/11 M. Rosa

R. Kingsley Sunny (30's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-2

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 106+59.8

Sheet: 2 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Ground water measured at the end of drilling and after 17 hrs.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

413.4

403.4

398.4

388.4

J-17

J-18

J-19

J-20

Medium dense, brown, SILTY SAND , [A-4(0)] (Moist to wet)

-Red-brown clay seam at 60.4'

Medium dense, brown , fine SAND , little silt (Moist to wet)

75.0

1.5

1.7

2.0

1.5

1.4

2.0

5-10-11-13

7-8-9-10

10-13-12-15

7-10-11-17

8-13-13-15

7-11-12-15

(Blows / ft)

84.1 ft

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

448.4 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/11/11

HSA

11/11/11 M. Rosa

R. Kingsley Sunny (30's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-2

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 106+59.8

Sheet: 3 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Ground water measured at the end of drilling and after 17 hrs.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

373.4

Medium dense, brown , fine SAND , little silt (Moist to wet) (Continued)

Borehole terminated @ 92 ft 92.0

2.0 3-5-10-16

(Blows / ft)

84.1 ft

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

448.4 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/11/11

HSA

11/11/11 M. Rosa

R. Kingsley Sunny (30's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-2

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 106+59.8

Sheet: 4 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Ground water measured at the end of drilling and after 17 hrs.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

356.4

J-3

J-4

J-5

J-6

J-7

J-8

Asphalt Concrete (AC) Pavement

Portland Cement Concerete (PCC) Pavement

Medium dense, brown and gray, SILTY SAND , little to some gravel (Dry) -Possible FILL-

Loose to dense, brown , SILTY SAND , little to some gravel (Moist) -Limestone boulders encountered during augering

Medium dense, brown , SILTY SAND (Moist)

Loose, brown and black, SANDY GRAVEL , little silt (Moist)

Loose, brown and black, SAND , some gravel , little silt (Moist)

Medium dense, brown, SILTY SAND , little gray gravel (Moist)

Loose, brown and gray, SAND , little silt (Moist)

1.3

2.4

5.0

10.0

13.0

15.0

20.0

25.0

30.0

0.5

0.9

0.7

0.8

0.8

1.1

0.5

1.2

5-9-7-7

4-4-3-4

8-29-19-14

3-8-12-9

7-5-4-8

4-5-4-3

5-7-6-4

4-4-4-4

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

446.9 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/9/11

HSA

11/10/11 M. Rosa

R. Kingsley Sunny (50's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-3

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 107+18.8

Sheet: 1 of 3

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water encountered during dilling.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

445.6

444.5

441.9

436.9

433.9

431.9

426.9

421.9

416.9

J-11

J-12

J-13

J-14

Medium dense, brown and gray, SAND , little silt, little gravel (Moist)

Loose, gray and black , coarse SAND , little silt (Moist to wet)

Medium dense, brown , SILT , little sand [A-4(0)] (Wet)

Medium dense to dense, brown , SAND , little silt, (Wet)

- Red-brown clay seam (0.1') at 60.7'

35.0

40.0

50.0

1.1

1.6

1.7

1.5

1.9

1.3

6-7-8-12

6-5-4-6

9-9-9-7

5-6-5-6

7-9-9-9

11-15-17-18

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

446.9 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/9/11

HSA

11/10/11 M. Rosa

R. Kingsley Sunny (50's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-3

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 107+18.8

Sheet: 2 of 3

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water encountered during dilling.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

411.9

406.9

396.9

J-17

J-18

J-19

J-20

Medium dense to dense, brown , SAND , little silt, (Wet)

- Red-brown clay seam (0.1') at 60.7' (Continued)

Medium dense , brown , SILT , little sand (Wet)

- Red-brown clay seam at 70.3' and 71.2'

Medium dense , brown , SAND , little silt (Moist)

Medium dense, brown, SILTY SAND (Moist)

Medium dense , brown, SAND , little silt (Wet)

Borehole terminated @ 87 ft

70.0

75.0

80.0

85.0

87.0

1.6

1.7

1.7

1.5

1.4

2.0

8-9-9-8

7-12-15-15

4-10-12-15

11-13-16-16

11-15-12-14

4-8-12-11

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

446.9 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/9/11

HSA

11/10/11 M. Rosa

R. Kingsley Sunny (50's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-3

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 107+18.8

Sheet: 3 of 3

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water encountered during dilling.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

376.9

371.9

366.9

361.9

359.9

J-3

J-4

J-5

J-6

J-7

J-8

Asphalt Concrete (AC) Pavement

COBBLES and BOULDERS

Medium dense, gray , GRAVEL , some brown and black coase sand, little silt (Dry)

COBBLES and BOULDERS

Medium dense, gray , GRAVEL , some brown and black coase sand, little silt (dry)

COBBLES and BOULDERS

Medium dense, gray, GRAVEL (Dry) -Boulders at 17' to 18'

Medium dense, gray, GRAVEL , brown-gray coarse sand, little silt (Moist) -Boulders at 17' to 18'

Medium dense, gray-brown, fine to coarse SAND and (Moist)

0.9

5.0

7.0

10.0

12.0

15.0

18.0

23.0

1.1

0.6

0.5

0.5

0.5

1.2

1.3

1.3

3-6-5-6

5-6-17-14

5-8-7-9

4-7-5-10

5-9-5-3

5-6-9-11

11-13-11-11

28-20-10-8

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

446.1 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/14/11

HSA

11/15/11 M. Rosa

R. Kingsley Cloudy/Light rain

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-4

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 108+89.5

Sheet: 1 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water encountered during dilling.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

445.3

441.1

439.1

436.1

434.1

431.1

428.1

423.1

J-11

J-12

J-13

J-14

Medium dense, gray-brown, fine to coarse SAND and (Moist) (Continued)

Medium dense, brown-gray, SAND , little silt (Moist) -Brown silt seam (0.2') at 35.9' -Boulders at 37' to 40'

Medium dense, light brown , SANDY SILT (Wet) -Red clay seam (0.1') at 40.7'

Medium dense, light brown, SANDY SILT , little clay [A-4(0)] (Wet) -Red clay seam at 49.9'

Medium dense, brown, SILT , little clay , little sand (Wet)

Medium dense , brown-gray , fine to coarse SAND , little silt (Moist)

35.0

40.0

45.0

50.0

55.0

1.2

1.1

1.3

1.6

1.5

1.4

8-7-4-6

10-8-8-5

9-6-6-6

6-8-9-13

8-9-9-9

5-7-9-12

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

446.1 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/14/11

HSA

11/15/11 M. Rosa

R. Kingsley Cloudy/Light rain

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-4

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 108+89.5

Sheet: 2 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water encountered during dilling.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

411.1

406.1

401.1

396.1

391.1

J-17

J-18

J-19

J-20

Medium dense , brown-gray , fine to coarse SAND , little silt (Moist) (Continued)

Dense, brown, SILTY SAND (Moist) -Red clay seam at 75.5'

Medium dense , brown, SAND , little silt (Moist to wet)

75.0

80.0

1.4

1.4

1.7

1.5

1.6

1.6

5-6-8-10

6-8-10-11

2-5-8-10

9-17-20-23

10-13-15-18

3-8-12-13

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

446.1 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/14/11

HSA

11/15/11 M. Rosa

R. Kingsley Cloudy/Light rain

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-4

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 108+89.5

Sheet: 3 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water encountered during dilling.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

371.1

366.1

Medium dense , brown, SAND , little silt (Moist to wet) (Continued)

Borehole terminated @ 92 ft 92.0

1.8 2-5-8-13

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

446.1 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/14/11

HSA

11/15/11 M. Rosa

R. Kingsley Cloudy/Light rain

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-4

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 108+89.5

Sheet: 4 of 4

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water encountered during dilling.

Boring was backfilled with auger cuttings.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

354.1

J-3

J-4

J-5

J-6

J-7

J-8

Asphalt Concrete (AC) Pavement Very stiff, brown, SANDY CLAY [A-4-(2)] (Moist) -Possible FILL-

Loose to medium dense, brown, fine to coarse SAND and GRAVEL , little silt (Moist)

Borehole terminated @ 27 ft (Auger refusal)

0.7

5.0

27.0

1.3

1.5

1.5

1.1

0.5

1.1

1.1

1.0

3-15-7-6

2-3-3-3

4-3-2-1

4-3-6-10

4-5-7-7

4-4-7-4

2-5-9-7

11-13-17-19

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 8 in.

451.1 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/12/11

HSA

11/12/11 M. Rosa

R. Kingsley Sunny (30's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-6

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 104+00.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

No ground water encountered during dilling.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

450.4

446.1

424.1

Asphalt Concrete (AC) Pavement

Portland Cement Concerete (PCC) Pavement Coring terminated @ 1.55 ft

0.9 1.6

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 4 in.

448.8 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/9/11 Core

11/9/11 M. Rosa

R. Kingsley Sunny (40's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

C-2

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 106+51.4

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Borehole was backfilled with stones and patched with asphalt.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

448.0 447.3

Portland Cement Concerete (PCC) Pavement -Pavement sample could not be extracted from the hole, pavemnt thickness was estimated.

Coring terminated @ 2.65 ft

1.6

2.7

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 4 in.

446.9 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/10/11 Core

11/10/11 M. Rosa

R. Kingsley Sunny (50's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

C-3

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 107+19.6

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Borehole was backfilled with stones and patched with asphalt.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

445.4

444.3

-Gravel at the bottom of the sample

Coring terminated @ 0.85 ft

0.9

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 4 in.

446.1 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/10/11 Core

11/10/11 M. Rosa

R. Kingsley Sunny (50's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

C-4

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 108+90.2

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Borehole was backfilled with stones and patched with asphalt.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

445.3

-Base course layer encountered underneath the pavement

Coring terminated @ 0.85 ft

0.6

(Blows / ft)

Groundwater Depth:

At Completion:

La ye r D ep th

(f t)

D ep th S ca le

(f t)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture Ty pe

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in

20 60 80

140 lbs/Automatic 4 in.

447.4 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/10/11 Core

11/10/11 M. Rosa

R. Kingsley Sunny (50's)

Project Name:

E le va tio n (fe et

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

C-5

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Sta. 107+63.9

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Borehole was backfilled with stones and patched with asphalt.

R ec

SAMPLE

ERFO DEWA 14(15)

Pike County, PA hrs

B lo w s pe r in

Remarks:

G ra ph ic

Lo g

B O

R

IN

G L

O G

D E

W A

(1

5) .G

P J

F H

W A

_V A

.G D

T

/3 /1

446.8

Attachment No. 4 – Laboratory Testing Results

SOIL DATA

NO.

USCSDESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 4.3 11.7 8.9 37.4 18.6 19.1

(ft.)

ERFO DEWA 14(15)

EFLHD / FHWA

Rte. 209 B-1/J-2 5-7

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 14.8 14.7 17.4 16.2 36.9

Rte. 209 B-1/J-5 13-15

0.0 1.1 13.8 15.6 27.0 26.0 16.5

Rte. 209 B-1/J-10 35-37 Silty sand SM

0.0 0.0 0.4 2.4 23.1 54.7 19.4

Rte. 209 B-1/J-14 55-57

0.0 0.0 0.0 0.0 0.7 84.0 15.3

Rte. 209 B-1/J-21 90-92

USCSDESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 12.8 20.4 19.6 18.5 7.5 21.2

(ft.)

ERFO DEWA 14(15)

EFLHD / FHWA

Rte. 209 B-2/J-1 5-7

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 2.7 18.9 21.2 25.4 16.6 15.2

Rte. 209 B-2/J-5 20-22

0.0 0.0 0.0 2.0 10.9 28.9 58.2

Rte. 209 B-2/J-10 35-37 Sandy silt ML

0.0 0.0 0.0 0.2 0.7 61.6 37.5

Rte. 209 B-2/J-15 60-62 Silty sand SM

0.0 0.0 0.0 0.0 1.6 81.3 17.1

Rte. 209 B-2/J-20 85-87

USCSDESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 33.3 17.9 12.3 12.2 5.9 18.4

(ft.)

ERFO DEWA 14(15)

EFLHD / FHWA

Rte. 209 B-3/J-4 10-12 Silty gravel with sand GM

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.0 1.6 1.1 17.3 80.0

Rte. 209 B-3/J-11 40-42 Silt with sand ML

0.0 0.0 0.0 0.0 1.3 25.4 73.3

Rte. 209 B-3/J-17 70-72

0.0 13.1 27.8 15.7 22.8 11.2 9.4

Rte. 209 B-4/J-6 23-25

0.0 0.0 0.0 0.0 0.5 40.8 58.7

Rte. 209 B-4/J-12 45-47 Sandy silt ML

USCSDESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 0.0 0.1 6.4 79.1 14.4

(ft.)

ERFO DEWA 14(15)

EFLHD / FHWA

Rte. 209 B-4/J-15 60-62

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 1.3 6.2 7.5 20.2 12.2 52.6

Rte. 209 B-6/J-1 3-5 Sandy lean clay CL

0.0 18.5 23.8 18.4 15.3 8.4 15.6

Rte. 209 B-6/J-8 25-27

0.0 0.0 0.0 2.5 6.1 11.8 79.6

Rte. 209 B-3/Bucket 50-55 Silt with sand T-288=2401 ohm's T-289=7.7 ph ML

0.0 0.0 0.0 2.6 2.3 83.7 11.4

Rte. 209 B-4/Bucket 60-65 Poorly graded sand with silty clay T-288= 2134 ohm's T-289= 8.0 ph SP-SC

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

ERFO DEWA 14(15)

EFLHD / FHWA

A-1-bNPNVNP14.535-37B-1/J-10Rte. 209

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-4(0)NP32NP17.035-37B-2/J-10Rte. 209

A-4(0)NPNVNP14.360-62B-2/J-15Rte. 209

A-1-bNPNVNP12.210-12B-3/J-4Rte. 209

A-4(0)NPNVNP17.640-42B-3/J-11Rte. 209

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

INDEXLIMITLIMITCONTENTNO.

PLASTICITYLIQUIDPLASTICWATERDEPTHSAMPLE

NATURAL

SOURCESYMBOL

Project No.:

Project:

Client:

LIQUID AND PLASTIC LIMITS TEST REPORT

(ft.)

AASHTO

ERFO DEWA 14(15)

EFLHD / FHWA

A-4(0)NPNVNP21.145-47B-4/J-12Rte. 209

LIQUID AND PLASTIC LIMITS TEST REPORT

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

A-4(2)9292018.43-5B-6/J-1Rte. 209

A-4(0)NPNVNP50-55B-3/BucketRte. 209

A-2-4(0)6201460-65B-4/BucketRte. 209

10 30 50 70 90 110

LIQUID LIMIT

P

LA

S T

IC

IT

Y

IN

D E

X

PI

=L

L-

A-4 or A-2-4 A-5 or A-2-5

A-7-6

A-6 or A-2-6

A-7-5 or A-2-7

Attachment No. 5 – Computer Output

1.385

PROJECT ERFO DEWA 14(15)

Soldier Pile & Lagging RW Wet condition Bond F.S. = 2

Medium dense silty sand (residual) Unit weight = 125 pcf Phi = 23 deg.

Medium dense to dense silty sand Unit weight = 125 pcf Phi = 25 deg.

Anchor Load = 40 kip.

Surcharge Load = 375 psf

Distance (ft) -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220

E le va tio n (ft

ERFO DEWA 14(15)

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltechsoftware.com

Depth(ft)

25 0 1 ksf

Licensed to 4324324234 3424343 Date: 1/18/2012 File: M:\PROJECTS\dewa\14(15)\Techserv\Geotech\Design Analysis\DEWA14(15)-Prelim.sh8

Wall Height=10.0 Pile Diameter=2.0 Pile Spacing=5.0 Wall Type: 2. Soldier Pile, Drilled

PILE LENGTH: Min. Embedment=12.98 Min. Pile Length=22.98 (in graphics and analysis) MOMENT IN PILE: Max. Moment=60.72 per Pile Spacing=5.0 at Depth=11.54

PILE SELECTION:

Request Min. Section Modulus = 26.5 in3/pile=434.19 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.55 HP14X89 has Section Modulus = 131.0 in3/pile=2146.70 cm3/pile. It is greater than Min. Requirements!

Top Deflection = -0.07(in) based on E (ksi)=29000.00 and I (in4)/pile=904.0

BRACE FORCE: Strut, Tieback, Plate Anchor, and Deadman No. & Type Depth Angle Space Total F. Horiz. F. Vert. F. L_free Fixed Length

1. Tieback 4.5 15.0 5.0 57.0 55.0 14.7 5.1 18.1 UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf

DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE): Pressures below will be multiplied by a Factor =1.5

Z1 P1 Z2 P2 Slope

* Above Base

0.000 0 4.5 0.743 0.165111

4.5 0.743 6.33 0.743 0.000000

6.33 0.743 10 0 -0.20245 10 0.763 999 76.17 0.076246 0 0.23 10 0.23 0.000000 10 0.23 20 0.23 0.000000

PASSIVE PRESSURES:

Z1 P1 Z2 P2 Slope

* Below Base

12 0.616 999 307.8 0.3112

ACTIVE SPACING:

No. Z depth Spacing 1 0.00 5.00 2 10.00 2.00

PASSIVE SPACING:

No. Z depth Spacing 1 10.00 2.00

UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in report.out

SHORING WALL CALCULATION SUMMARY

The leading shoring design and calculation software Software Copyright by CivilTech Software www.civiltechsoftware.com

ShoringSuite Software is developed by CivilTech Software, Bellevue, WA, USA.

The calculation method is based on the following references:

1. FHWA 98-011, FHWA-RD-97-130, FHWA SA 96-069, FHWA-IF-99-015

2. STEEL SHEET PILING DESIGN MANUAL by Pile Buck Inc., 1987

3. DESIGN MANUAL DM-7 (NAVFAC), Department of the Navy, May 1982

4. TRENCHING AND SHORING MANUAL Revision 12, California Department of Transportation, January 2000

6. EARTH SUPPORT SYSTEM & RETAINING STRUCTURES, Pile Buck Inc. 2002

5. DESIGN OF SHEET PILE WALLS, EM 1110-2-2504, U.S. Army Corps of Engineers, 31 March 1994

7. EARTH RETENTION SYSTEMS HANDBOOK, Alan Macnab, McGraw-Hill. 2002

8. AASHTO HB-17, American Association of State and Highway Transportation Officials, 2 September 2002

UNITS: Width/Spacing/Diameter/Length/Depth - ft, Force - kip, Moment - kip-ft, Friction/Bearing/Pressure - ksf, Pres.